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1

^Standard Steel Construction

I

A MANUAL FOR .

Architects, Engineers and Contractors

RELATING TO THE
USB OF

Structural Steel

SEVENTH EDITION
1916

1 t

JOI

MANUFACTURED BY

ones & Laughlin Steel Company

AMERICAN IRON AND STEELWORKS I

f f Pitttburgh

THE ^!^.•.V VOt'.l:

;^UBLIC LIBKAR.

64500A

A9TOR. LENOX AND

IlLDiSi*? FOUNDATION:

R "10^* L

i

Copyright 1916
Jones & Laughlin Steel Company

• •

• ■ •

• •

r

• ••• •

PRICE $1.50

Preface

Seventh Edition

In order that Standard Steel Construction may present
the latest development in the manufacture of steel shapes
and their use in such constructional work as buildings,
bridges, cars, ships and barges, the text has been coni-
pletely rewritten for this edition.

The diagrams and tables include only the sections best
suited for these types of steel construction. A complete
list of all the sections that we roll, with diagrams and
weight tables, is shown in our Shape Book.

Much new data in the way of general information
useful to architects, engineers and contractors has been
added.

In determining the arrangement and classification of
data the natural sequence has been followed as nearly as
practicable without losing sight of convenience in locating
the subject sought. For this reason the several specifica-
tions for material and fabrication are placed at the end
of the book.

Offices

General Offices

Pittsburgh

Branch Office and Warehouse
Chicago

District Sales Offices
Boston

131 Stete Street

Buffalo

White Building

Cincinnati

Union Trust Company Building

Cleveland

Rockefeller Building

Detroit

Penobscot Building

New York

Z65 Broadway

Philadelphia
Commercial Trust Building

Pittsburgh
Jones 8c Laughlin Building

San Francisco

Crocker Building
St. Louis

Pierce Building

Plants

Eliza Furnaces and Coke Ovens

South Side Works

Soho Furnace and Works

Keystone Works

Aliquippa Works

I

J & L Products

Wire Wire Nails Wire Products
Tin Plate Black Sheets

(Tin MUl Sizes)

Railroad Spikes Rivets Boat Spikes

Chain
Power Transmission Machinery

COLD ROLLED

Shafting Axles Shapes
Finger Bars

COLD DRAWN

Hexagons Flats

Squares Rounds

FORCINGS

JONES & LAUGHLIN STEEL COMPANY

Structural Beams

Coatlnvad

IF

■B-23 to B-26 90, S5, SO ud 7S lb

o-wa"

i

B-2T to B-80 TO, SS, SO ud Si lb

&

s-

a^

^15:™''™'

'",;s~

MuuDnin
LeiKth. -

DecimiJ

FnetiOD*)

Dednul

FrMlioori

•B-23
•B-24
•B-26
•B-26

B^
B-28
&.29
B-30

18
18

oo.o

85.0
80.0
75.0

70.0
65.0

60.0
55.0

7.246
7.163

7.082
7.000

6.259
6.177
6.095

6.000

7

6

0,807
0.726
0.644

0.562

0.719
0.637
0.665
0.460

1

61
54
67

ei

66
71
77
85

JONES & LAUGHLIN STEEL COMPANY

Structural Beams

Continued

-&8S8,-

:a4eo

//

i-H. ,

4—^ ___

121'-

B*60— B-68 S5,50,45aiid401fai.

^6

I
I
I

Jk..

K

•^•^al«r'-

42-

-M

USM'

a788'

045"

021"^ ..

B-68— B-69 85 and 31.5 lbs.

Seetkm
Index

Depth

of fieam.

Inches

Wdght

per Foot,

Pounds

Flings Widtb,
Inchis

Wm TmcKMass,
Inchis

Maximum
Length,

Decimal

Fractional

Decimal

Fractional

Feet

B-60

B-61
B-62
B-63

B-68
B-69

12
12

55.0
50.0
45.0
40.0

35.0
31.5

5.611
5.489
5.366
5.250

5.086
5.000

5M
5

0.821
0.699
0.576
0.460

0.436

, 4

54
60
64
73

84

\

15

r

JONES & LAUGHLIN STEEL COMPANY

Ship Building Channels

^

10.30

»

a

0.40'

;affl7

)«■•

8

I

aw'

K- 10^'- M

C-101— C-102 27.2 and 26 IbB.

T" 1^030"

I

I

Jt-J

' — y

^JS:4b" """^^^MTS"

40--

«. I

C-105 2Ulb8.

y"P|a8o'

-^ }«o.eoo"

«

Krrr.T— e.824:---:-.^ ^

\ lta40"

a460''

''■•aTOO"

*C-107 to c-109

Seetion
Index

Channel,
IncheB

Wdght

per Foot,

Pounds

Fit&Noa Width,
Inchis

WiB Thtcknbss,
Inchbs

Dedmal

Fraetional

Dedmal

Fractional

C-101
c-102

C-105

♦C.107
♦C-108
♦C-109.

10
10

9

27.2
25.0

21.8

34.7
31.7
28,6

3.500
3.437

3.375

4.000
3.900
3.800

3M
3A

1 k

0.500
0.437

0.375

0.650
0.550

A

Marimnm

Length,

Feet

95
95

95

85

\ ^
\ ^

*Fhv)oeed Sectha^-^lnaerted for reference only.

JONES & LAUGHLIN STEEL COMPANY

Ship Building Channels

Continued

eb I

-^i»-CL2B0

n

u

C-128 to C-132 l&l, 16.8, 15.6, 14^ ud 13.0 lbs.

0.80"

Jl"

C-137 15 1be.

etaon
odex

Depth

Chimnel,
Inches

Wdght

per Foot,

Pounds

Flangs Width,
Inchss

Web Thickkiss,
Imchzs

Maumtun
Length,

Decimal

Fractional

Decimal

Fractional

Feet

M28
1-129
J-130
5-131
1-132

J-137

6
6

18.1
16.8
15.6
14.3
13.0

15.0 j

3.063
3.000
2.936
2.874
2.813

3.500

3*
3

2%
2«

3H

0.563
0.500
0.437
0.375
0.313

30
30
35
35
40

2S

/

JONES & LAUGHLIN STEEL COMPANY

Angles With Equal Legs

-8

//

■^

00

->

i-

■)

H-

6-

A-3«aA-lS {6.9to2&ltiM.

i_.

'^n^

B

A-17toA-27 37.4 to 119 Ib0.

k- 51: >,

TP-

-•H

to

J

'i'B.

«-

A-33 to A-42 28.9 to 12.3 lbs.

I
I
I
I
I

I

I

I
I
I

I

r — ■^'- — 1

"^

a

A-47taK-S« !«.«<»«.« lbs.

2R

:^

JONES & LAUGHLIN STEEL COMPANY

Angles With Unequal Legs

e^'-

K— 4

Op

->

/C

\fB.

H5

A-233 to A.24S

.49.3 to 23.0 lbs.
A-650 20.2 lbs.

tt

^ 4:1—

I

t -♦

«i

^

I
I
I
I
I
I
I

i"B.

t-

P

A.-258 to A'ZeS

25.4 to 12^ Jba,

^ r

u -31?.

SI

I
I
I
I
I
I
I

I
I
I
I
I
I
I

fli.

3

^

A-244 to A-252

28.7 to 13.0 lbs.

3f- *

'VbT

^

s

A.-274 to A.-^SO

an

JONES & LAUGHLIN STEEL COMPANY

An^es With Unequal Legs

Continued

M

A"

^ 4

I
I
I
I

5

I
I
I
I
I
I

4"R.

A-286 to A-293

22.7 to 11.0 lbs.

-^

I

3

„ -lij:

-■»

^

^^

H5

A-300 to A-S07

19.8 to 8.7 llM.

i

I
I
I

i

I

I

I

I

'4'i.

A-315toA-321

17.1 to 8J lbs.

H ^^--^>|

I

I
I
I
I
I

_I-H

J

•■|"B.

5

A.-3:2SioA'334

16.0. to 7.7 lbs.

I
I
I

I
I
I
I
I

I

rr— »

— ))

M'B.

:^

as

'HS

ISA XO 1.1 Vok.

32

JONES & LAUGHLIN STEEL COMPANY

Angles With Unequal Legs

Continued

» — fr'

I

I

I
I

,

I-

V

4'X

3!
5

A-354 «o A>S61

14.8 to 6.8 Iba.

K— -24--

>4r_

'^

■1

CO

H5
S

A-4b5 to A-410

9.5 to 4.5 lbs.

-♦

k

5

A..

A-379 to A-384

10.4 to 4.9 lbs.

If-— 2"— H

I

I
I
I
I
I

'VT

J

r

^^r.- — «

-*

A-415 to A-420

7.7 to 3.07 lbs.

I
I
I
I

D

a

A-SeS to A.S72

13.0to5w4lfa«.

*— -2-

—»

C!9

af_.

'*Tb.

3

A.425 to A-4S1

6.8 to 1.86 lbs.

34

JONES & LAUGHLIN STEEL COMPANY

Angles With Unequal Legs

Con tinued

Section

Siie,

Thickness,

Weight per

Maximum

Index

Inches

Inches

Foot,FbiindB

Length, Feet

A-354

4 x3

H

14.8

54

A-9S5

4 x3

%

13.6

60

A-356

4 x3

12.4

65

A-^7

4 x3

^

11.1

65

A-358

4 x3

S

9.8

65

A-^9

4 x3

8.5

65

A-36a

4 x3

A

7.2

65

A-361

4 x3

y4.

5.8

65

A-365

3J^x3

i

13.6

40

A-366

33^x3

12.5

44

A-367

3J^x3

11.4

48

A-368

3J^x3

^

10.2

50

A-369

3J^x3

ft

9.1

55

A-370

3J^x3

7.9

60

A-371

3J^x3

A

6.6

65

A-372

33^x3

^

5.4

65

A-379

3J^x2J^

A

10.4

50

A-^80

^Hx2H

Jl

9.4

54

A-^1

3J^x23^

ft

8.3

65

A-^%

3J^x2Ji

7.2

65

A-383

33^x2Ji

ft

6.1

65

A-^8i

3J^x2J^

4.9

65

A-405

3 x2J^

A

9.5

55

A-406

3 x2Ji

M

8.5

65

A-407

3 x2J^

A

7.6

65

A-ftOS

3 x2J^

J^

6.6

65

A-4a9

3 x2H

ft

5.6

65

A-410

3 x2}^

4.5

65

A-415

3 x2

H

7.7

31

A-416

3 x2

A

6.8

35

A-417

3 x2

J^

5.9

40

A-418

3 x2

A

5.0

50

A-419

3 x2

Ji

4.1

50

A-420

3 x2

ft

3.07

50

A-425

21^x2

H

6.8

35

A-426

2J^x2

ft

6.1

45

A-427

2J^x2

5.3

I 45

A-428

2^x2

A

\ \.^

\ ^

A'4Jg0

2)4x2

K

\ ^ .^*1

\ ^

A-430

2}ix2

ft

\ in^

\ ^

A-dSl 1

2Hx2

i \ !

3S

JONES & LAUGHLIN STEEL COMPANY

Tees With Equal Ugs

Gantlanad

^-yp-S"— -<; ^ [■-— -3"— --^ . p-^jS-"- — -j

,^,_„

ft'

T-aa

b3U

T

T-a4

Tees With Equal Legs

r
*'iii

ii*

rr

:t^

k-li*^

'■■y

JONES & LAUGHLIN STEEL COMPANY

Tees With Unequal Legs

♦T-eo

10.9 lbs.

♦T-74

8.4 lbs.

T-79

7.8 lbs.

^ 4^ ^

T-80

6.7 lbs.

I

Section
Index

*T-69

♦T-74

T-79

T-80

Sizi, Inchis

Flange

Stem

i

5

2J^

4Ji

3

4

2

1' 1

2

TmcKNsss or
Metal, Incrxs

Flange

AtoH
AtoH

stem

\

A to fj
Ato H

Hto A
A to H

Wdgfat

per Foot,

Pounds

\

10.9
8.4
7.8
6.7

Maxunmn

Length,

Feet

\

*Made only by special arrangement.

40
40
40
40

40

JONES & LAUGHLIN STEEL COMPANY

Tees With Unequal Legs

Continued

f -3J- 1 ,

I
I
SI

\\.

±

T-85

12.6 lbs.

T-86

9.8 lbs.

I «)

i^'i

T-92

8.5 lbs.

««!•

otion
idex

'-85
'-86
-91
-92

/

SizB, Imchss

Flange

Stem

/

4
4
3
3

Thickness or
Metal, Inches

Flange

H to A

?^tO iV

Ato H
Mto A

Stem

}^to A

J^to A
AtoM

Weight

per Foot,

Pounds

\

12.6
9.8
9.7
8.5

Maxiinum

Lepgth,

Feet

40
40
40
40

\

41

JONES & LAUGHLIN STEEL COMPANY

< — 2jf-H H»

rq

i.-..^--

-■»

L

]

1 *-^

If— ■2*-"— '

-i^ T

.— -f2i-

— 1

Z-TSl*Z.TS

S3.e to 17.9 Iba

,ft'"^!

J

f — ^if—

J

JONES & LAUGHLIN STEEL COMPANY

Zees

--3tf-

•— -3tf—

H

L

•-- --ar— •

Z>SStoZ.8S

18.0 to 13.8 lb*.

4. T|

-3i^— J

ft-t.

■2H---J

^■

— 2H

^

B.

3*---

-^t

JONES A LAUGHLIN STEEL COMPANY

Zees

CoDtlnaad

^^■

- 1' ii2*-i

'»■ j

*-2A"-^- , I

-Tu4Z>8 l^^ J

tandS^llia. ! ' 1

►-2H'-J

<— ^fr' -«

r-if"-!

-i!A--5

■i-2tfi

A'- -

•f--m'--!,

-Fff'-

JONES & LAUGHLIN STEEL COMPANY

Rounds

A'tol' advancing by 64th8.
I J lA'to2'' advancing by 32ncis. f j

^^ 2^' to 7K' advancing by 16ths. ^-^

We have grooves for rolling a large variety of bolt and rivet sizes
to decimal diameters.

izes ^' and under can be furnished in coils.

Squares

A' to 2' advancing by 64ths.
2^" to 5" advancing by IGths.

All intermediate sizes can be rolled by special arrangement.

47

JONES & LAUGHLIN STEEL COMPANY

Maximum Length of Rounds

Diameter, Inches

Length. Feet

Jito J^

40

Hto2A

60

2^ to 4H

48

4A to5Ji

46

6*

44
43

S

42
41

5tt

40

6Ji to 6H

39

6

38

f^Vs

37

36

QH

35

6A and 6^

34

6^

33

6yi

32

6Aand6^

31

6 i and QH

30

6^ 1 and 6 J^

29

6 { and 7

28

7^ and rVs

27

7A to 7A

26

7* to 7^

26

7A to 7}^

25

For rounds in coils, see our Shape Book.

Maximum Length of Squares

Sise, Lichee

/

}<to tt
Jito2

2A to 4tt
5

Length, Feet

40
60
48
45

leagtba can be rolled only by spedial airangietnetit.

48

JONES & LAUGHLIN STEEL COMPANY

Universal Mill Plates

Sizes, with Maximum Lengtlis in Feet

ThickDeai,
Inehn

WlOTH, IrcHU

14-17
Inchinve

18-21
Inehiave

22

23

24-36
InchinTV

H

85

85

85

85

85

A

85

85

85

85

85

ys

85

85

85

85

85

iV

85

85

85

85

85

H

85

85

85

85

85

A

85

85

85

85

85

a

85

85

85

85

85

tt

85

85

85

85

85

H

85

85

85

85

85

u

85

85

85

85

85

H

85

85

85

85

85

U

85

85

85

85

85

1

85

85

85

85

83

IH

85

85

85

85

78

IJi

85

85

85

85

70

IVs

85

85

83

78

64

IH

80

80

76

71

58

m

73

73

70

68

53

IH

68

68

65

61

48

IH

64

64

61

56

46

2

60

60

56

53

43

For intennediate widths not shown in above table, use length of next greater width.

71

JONES & LAUGHLIN STEEL COMPANY

Sketch Plates

Sketch plates, as known in the trade, are sheared plates having
other than a rectangular outline. This is modified, in practice, to
except straight taper plates varying not more than four inches in
widtli at the ends and having a width at the narrowest end of not
less than thirty inches.

It is also customary to except complete circles, circular plates
being classified by themselves.

Dimensions of Circular Plates

TUckneai,

Maxiinam

Diameter,

Inches

Thiokneei,
Inches

Mannnun

Diameter,

Inches

H
A
H
ft
H
ft
H

65
72
90
100
103
103
103

ft

«
H

up to

»

103
103
103

103

V

75

J.ONES & LAUGHLIN STEEL COMPANY

J £ L Sheet PUing

Standard Comer Pieces and Special Connecttons

l^peeul Fabricated CantBt and
Ckumeetion. H Section attached to
Wc^ of Another Seetkm fay Meana
of An£^ and lUveta.

.o O-

inr

CO

^

71

Secticm Empl^red
to Straighten Wall
when Toe of Sec-
tion has been
Tlirown Forward
or Back from a
Vertical line.

71

Special Comer and Connection.
Flange of One I-Beam Riveted
IMrect to Web of Another Section.

Standard Comer with Web

Bent W with a 2 inch

Radius

c

Special Section for Cron
Wan C(mneotion

120» YPUe

90«CroaB

The above are ocxrner pieces and special connections which are ordinarily usee
but if unusual conditions or special designs require other details, this piling ca
readily be adapted to meet such situations.

83

JONES & LAUGHLIN STEEL COMPANY

J £ L Sheet Piling

m

J]

Properties of Combined Sections
Joints Considered as a Unit

See-

tion

Index

Sise,
Inches

Weight per
Square Ft

of

Assembled

Area,

Pounds

Total
Sectional

Area

Assembled

Section,

Sq. Inches

\ridth
of Jmnt
OverAU.

Inches

Moment of

Inertia
Neutral Axis

Coincident
with Center
Line of Web

Ra(Uusof

Gyration

Neutral Axis

Coincident

with Center

Line of Web

Section

Factor

Neutral Axis

Coincident

with Center

Line of Web

000

12x4)i

32.0

9.84

4M

9.42

0.99

4.85

00

12x4K

33.5

10.32

iH

9.52

0.96

4.90

12x4)i

35.0

10.76

4K

9.54

0.94

4.91

1

12x5

35.0

10.59

5

14.93

1.19

6.45

2

12x5

36.25

10.97

5

15.06

1.17

6.50

3

15x6

37.20

14.11

5

26.94

1.38

9.73

4

15x6

39.75

15.05

5

27.33

1.35

9.84

5

15x6

42.25

15.98

5

27.73

1.31

9.96

A>%

JONES & LAUGHLIN STEEL COMPANY

Steel Piling for Retaining Earth

Con t inu ed

Slope of Repose and Weights for Loose Earth

Edtd or Eaxth

Slope of Repose

Angle of Repose

Weight.

Pounds

per Cubic Foot

Sand, clean

Sand and Clay

1.6 tol

1.33 tol
1.33 tol
2.00 tol
1.33 tol
1.33 tol
1.33 tol
1.33 tol
1.33 tol
1 tol
1 tol
1 tol

33M1'
36° 63'
36*^63'
26° 34'
36° 63'
36° 63'
36° 63'
36° 63'
36° 63'
46° 0'
46° 0'
46° 0'

100
100

Clay, dry

100

Clay, damp, plastic

Gravel, cletui

100
100

Gravel and Clay

100

Gravel, Sand and Clay

SoU

100
100

Soft Rotten Rock

110

Hard Rock

100

bituminous Cinders

Anthracite Ashes

60
30

Material Excavated by a Wet or Dry Process and dumped into

Water, as at the Back of a Sea-Wall, has Weights

and Slopes approximately as follows

Kind or Mathual

Sand, clean

Sand and Clay

Clay

Gravel, clean

Gravel and Clay

Gravel, Sand and Clay

Soil

Soft Rotten Rock

Hard Rock

River Mud

/

Slope of Repose ' Angle of Repose

i

tol
1

2

3 to

3J^to

2 to

3 to
3 to
33^ to
1 to
1 to

OC to

1
1
1
1
1
1
1
1

26° 34'
18° 26'
16° 67'
26° 34'
18° 26'
18° 26'
15° 67'
45° 0'
45° 0'
0° 0'

Weight,

Pounds

per Culno Foot

\

60
66
80
60
65
66
70
66
65
90

\

8a

JONES & LAUGHLIN STEEL COMPANY

Straight-Link CoU Chain

Sm

of

Chain,

Inebea

Ltncth

Link,
Inoho

Width

of
Link,
IneheB

Wdffht

Chain,
per Foot

Proof Test

for

BB

Chun

Proof Test

for

BBB

Chain

Proof Test

for

DredjEe

Chua

t

1

W

Pounds

Tons

Tons

Tons

A

m

tt

.50

.39

.45

.50

H

IH

1

.75

.66

.75

.80

A

m

lA

1.10

1.37

1.60

1.70

H

2

15^

1.55

1.92

2.21

2.36

A

2Ji

lA

2.00

2.64

3.05

3.33

H

2H

1%

2.65

3.41

3.92

4.42

A

2Ji

IH

3.25

4.29

4.93

5.53

H

3Ji

2H

4.20

5.28

6.07

6.67

tt

3Ji

2A

5.00

6.32

7.28

8.02

H

m.

2Ji

5.90

7.59

8.74

9.24

H

4

2tt

7.00

8.91

10.3

10.7

H

4Ji

3

8.00

10.3

11.9

12.1

H

4Ji

3Ji

9.00

11.8

13.6

14.5

1

4K

3Ji

10.0

13.5

15.6

16.3

IH

6J^

3K

12.5

16.2

18.6

19.6

m

6

4Ji

16.0

20.1

23.1

24.0

iH

6Ji

45i

19.0

24.2

27.8

28.7

iH

7Ji

5Ji

21.0

28.9

33.2

34.6

m

7Ji

6Ji

25.0

34.9

39.0

41.0

8ai0 irarkvtf Im^ of oIuub are ome-\i^ ot vy««\ 1««1 \««^^%. '^^'^ ^^J^
Chain i» made in all sizes from A' to K" VnsAMaw^. CwolN^^^ ^^' '^'^^^
waeef C&dh ia made to any dvmeasiox)&T9X^ax^,vssAvDL<x^^
aioaa otUaka wanted, or preferably a sketch ol «axofc.

91

JONES & LAUGHLIN STEEL COMPANY

Standard Stud-Link Cable Chain

Sift working loads of chain are oiwhali ot piool IsW-VaAa-

JONES & LAUGHLIN STEEL COMPANY

Standard Close-Link Cable Chain

Siie

of Chain.

Inches

Len^

of Link,

Inches

Widiii
oflJnk,
Inches

Wei^t
of Caain,
per Foot

PtaofTcit

t

1

W

Pounds

Tons

1

m

3H

10.3

12.0

lA

5

W%

11.8

12.5 '

iVs

5H

m

12.7

15.1

lA

5H

m

13.7

16.9

iJi

5Ji

4Ji

15.2

18.7

lA

6

4J^

16.5

20.6

1%

6Ji

4Ji

18.8

22.6

lA

QVs

5

19.7

24.7

IH

^H

6Ji

21.7

27.0

lA

7Ji

5J^

23.0

29.2

m

7J^

6Ji

25.3

31.6

Safe working loads of chain are one-half of proof test loads.

d4

JONES & LAUGHLIN STEEL COMPANY

Values of Moments of Inertia

RoHed Steel Sections

I

-♦

1—

I •

•-t

i I
• I
I

J-4-34

. ! !
' >

1

K-4)4— ^

il = /(/ + 2s (6 — +

(«»-'/)«

/, Axis 1 — 1

12

12

8

Slope of 'flange

/',Axis2-2 = -g- + j2+-288-
^ ^ — / 1 for standard sections

2

t-*

»» ^

|.i i i

-MX
I. •

c

h-'H

Sope of flange
*«</ — 2s

A^id + 2s{b — i) +

(b - /)«

/, Axis 1-1 = 32 16"

/', Axis 2—2 = -g- \2sb^ + / 1» + ^^3^1 — ^-X»

« =

^ ^ — ^ _ _1_ for standard sections.
2(6 — /) 6 / = /r — 2g(6 — /)

\t--TT"T — JF

1^

4

I
I
I

r

! f

ti:

il = / (2fl — t)

X =

2 (2fl —

/(«-

/, Axis 1 — 1 =
xy + ax^ —(a — t) (x

-ty

r. Axis 2—2

^ -?;c* — 2(x — iy+l\a— i?.x— 5i^

\

97

JONES & LAUGHLIN STEEL COMPANY

SeoUon

Factor

Axis

Y-Y

Radius

of

Gyration

Axis

Y-Y,

Inches

Distance
of Center
of Gravity
from Back
of Shorter

Inches

Moment

of

Inertia

Axis

Z-Z

Section

Factor

Axis

Z-Z

Radius

of

Gyration

Axis

Z-Z

Least

Radius of

Gyration

Axis

X-X,

Inches

Section
Index

8

P

n'

r

B'

P'

T"

0.84

0.70

1.23

3.6

1.6

1.08

0.53

A- 379

0.76

0.70

1.20

3.2

1.4

1.09

0.53

A-380

0.68

0.71

1.18

2.9

1.3

1.09

0.54

A-381

0.59

0.72

1.16

2.6

1.1

1.10

0.54

A-382

0.50

0.73

1.14

2.2

0.93

1.11

0.54

A-383

0.41

0.74

1.11

1.8

0.75

1.12

0.54

A-384

0.82

0.72

1.02

2.3

1.2

0.91

0.52

A-405

0.74

0.72

1.00

2.1

1.0

0.91

0.52

A-406

0.66

0.73

0.98

1.9

0.93

0.92

0.52

A-407

0.58

0.74

0.96

1.7

0.81

0.93

0.52

A-408

0.49

0.74

0.93

1.4

0.69

0.94

0.53

A-409

0.40

0.75

0.91

1.2

0.56

0.95

0.53

A-410

0.47

0.55

1.08

1.9

1.00

0.92

0.43

A-415

0.42

0.55

1.06

1.7

0.89

0.93

0.43

A-416

0.37

0.56

1.04

1.5

0.78

0.94

0.43

A-417

0.32

0.57

1.02

1.3

0.66

0.95

0.43

A-418

0.25

0.57

0.99

1.1

0.54

0.95

0.43

A-419

0.20

0.58

0.97

0.84

0.41

0.96

0.44

A-420

0.46

0.56

0.88

1.1

0.70

0.75

0.42

A-425

0.41

57

0.85

1.0

0.62

0.76

0.42

A-426

0.36

0.58

0.83

0.91

0.55

0.77

0.42

A-427

0.31

0.58

0.81

0.79

0.47

0.78

0.42

A-428

0.25

0.59

0.79

0.65

0.38

0.78

0.42

A-429

0.20

0.60

0.76

0.51

0.29

0.79

0.43

A-430

119

JONES & LAUGHLIN STEEL COMPANY

JONES & LAUCHLIN STEEL COMPANY

ProperUes of A. S. C. E. and Light Rails

5-V ♦

m

Only (ections canyisg Indei Numbera made by Jones & Laughlin S

JONES & LAUGHLIN STEEL COMPANY

i s
Mi

II

H

i^>

JONES & LAUGHLIN STEEL COMPANY

Explanation of Tables of Structural Sections

Used as Beams

Continued

mediate concentrated load may be expressed by the formula

d

W = 2fb X t (fl' H ). In which formulae R represents the end

4

reaction, W the intermediate concentrated load, / the thickness of

web, d the depth of the beam, o' half the distance over which the

concentrated load is distributed, a the distance which the end of the

beam rests upon the supports, and fb the safe carrying capacity of

the web against buckling, for which the usual column formulae of

/
16,000 — 70 — can be used, modifying it, however, so that in place
r

of / there is used one-half the depth of the beam.

Omtinued on next page.

l^VH

JONES & LAUGHLIN STEEL COMPANY

I

Bending Moments and Deflections of Beams

Various Systems of Loading

Continued

4. Beam fixed at one end, unsupported at the other, with load
concentrated at the free end.

Max. shear
M max., at point of
support

-t. ^

TFmax.

D max.

= W
= Wl

fs

I
3EI

5. Beam supported at both ends with load concentrated at any

pomt.

Wb

Max. shear if b is greata* =

thana /

Wa

Max. shear if a is greater =

thanb I

M max., at point of load =

Wab

TFmax.

/
ab

D max.

Wah{a-\-2h) ^|^a{c-\^2b)
ZI Ell

6. Beam supported at both ends with two symmetrical loads.

W
Max. shear = —

2

Wa

2

2/s

a

M max. at and between
loads

m

--a— »j k-a-p TFmax.

Dmacx..

Wa

fi^^l

i^Xt_^^^\

143

JONES & LAUGHLIN STEEL COMPANY

Bending Moments and Deflections of Beams

Various Systems of Loading

Continued

9. Beam fixed at both ends with load concentrated at the middle.

Distance of points of contra-flexure

1
from supports = — /

4

PI
Max. bending mom. at points = —
of support 8

PI

Bending mom. at middle of = —
beam 8

1

T\

w

i

Max. shear at points of = —

support 2

P/»

Max. deflection =

192 EI

10. Beam supported at both ends with two tmsymmetrical loads
concentrated at various points.

W
Ri max. shear if a = — (/ — a + c)
is less than c 2 /

R'.

W
2/

M max. distance c (when c is less

Wc

than a) = RiC ^ (Z+fl—c)

2/

2lfs

W max. (when c is =

less than a) c (I -\- a — c)

145

JONES & LAUGHLIN STEEL COMPANY

Safe Loads in Thousands iA Pounds
For Single Beam Columns, Square Ends

LSNGTH IN FSST

6

7

8

10

12

14 /

16

354.8
286.7

850.0

203.6.

225.8

335.5
272.3

341.5
270.3
212.6

218.4
173.4

106.0
131.7

167.4

125.0

04.3

111.3
73.2

02.6
58.6

64.0
48.0

47.4
37.4

37.3
28.3

28.0
20.0

17.6
13.3

316.2
257.0

323.1
264.0
100.3

202.5
161.8

184.6
122.0

154.3

115.8

86.6

100.4
66.0

82.3
52.8

57.0
42.6

40.7
32.6

31.0
24.1

206.0
243.5

304.6
250.6
186.1

186.6
150.2

172.3
112.3

141.3

106.6

78.0

80.4
60.5

72.0
47.0

40.1
37.3

34.0
27.0

277.6
220.1

286.2
236.3
172.8

170.8
138.5

160.1
102.6

128.2
07.4
71.1

78.4
54.1

61.7
41.3

41.3
32.0

230.0
200.3

240.3
207.6
146.3

130.0
115.3

135.5
83.2

102.1
78.0
55.7

200.4
171.5

212.5
178.0
110.8

161.8
142.7

175.6
150.2

234.2

185.1

02.0
111.0

200.1

141.4

180.5

134.2

102.0

122.3

,

70.6

41.3

102.0

64.3

72.8

53.3

54.0

42.2

43.5

32.5

10.0

34.7

23.7

16.2

22.1

16.6

13.0

10.6

•

\

UQ

JONES A LAUGHLIN STEEL COMPl

II

JONES & LAUGHLIN STEEL COMPANY

Safe Loads In Hwosands (rf Pounds

For Struts Coaxpoaed ct Two Antfes ^th
Unequal Legs
L(»g l^f parallel tad H iDCbei Bput. . i

JONES & LAUGHLIN STEEL COMPANY

Safe Loads in Thousands of Pounds
For Equal Leg Single Angle Struts

Lbnqth in Fbit

6

7

8

9

10

12

14

16

18

213.3
191.5
168.9
146.3
123.1
99.4

128.2

204.2
183.5
161.8
140.2
118.0
95.3

120.2
106.4
92.6
78.0
63.4
48.2

83.9
78.8
69.0
58.2
47.5
36.3

48.8
45.5
38.6
31.7
24.5
16.6

33.9
29.3
23.9
18.2
12.6

19.7

16.1

12.4

8.7

6.8

195.1
175.4
154.7
134.1
112.9
91.3

112.3
99.3
86.6
72.9
59.3
45.1

76.6
71.8
63.0
53.2
43.4
33.3

42.5
39.6
33.5
27.7
21.4
14.5

28.0
24.4
19.9
15.2
10.6

186.1
167.3
147.6
128.0
107.8
87.2

104.3
92.3
80.5
67.8
55.2
42.1

69.1
64.8
57.0
48.1
39.4
30.2

36.1
33.6
28.5
23.7
18.4
12.5

177.0
159.2
140.4
121.8
102.7
83.1

96.3
85.2
74.4
62.7
51.1
39.0

61.6
57.9
50.9
43.0
35.3
27.1

158.9
143.1
126.2
109.6
92.5
74.9

80.4
71.1
62.3
52.5
42.9
32.8

46.8
43.9
38.9
32.9
27.1
21.0

140.8

126.9

111.9

97.4

82.2

66.7

64.5
57.0
50.2
42.3
34.7
26.7

122.6
110.8
97.7
85.1
72.0
58.5

104.5
94.6
83.5
72.9
61.8
50.3

113.4

98.7

83.1

67.5

51.3

91.4

85.8

75.0

63.3

51.6

39.4

55.2

51.4

43.6

35.8

27.5

18.7

39.8

34.2

27.9

21.3

14.7

1

24.6

20.1

15.4

10.7

8.3

12.4

9.5

8.4

6.8

5.1

Wl

>#M»MMi

T ^
JONES & LAUGHLIN SiTl^i^fe COMPANY

Roof Design

Continued

The maximum spacing of purlins will depend on the strength of
the sheathing or corrugated sheets used for the direct support of the
roof. With corrugated sheets the usual spacing is about 5 feet,
while with 2' sheathing it is frequently possible to get 8 to 10 feet
spacing of purlins.

The approximate weight of roof trusses which it is frequently
convenient to know for purposes of preliminary design, can be

determined by the formula on + ^ ~ weight of truss in poimds

per horizontal square foot. In this formula, L equals the span,
and / equals the distance center to center of trusses.

This is based on 40 pounds per square foot total load and where
loads exceed this amount, the weight of the truss can be increased in
direct proportion as the load exceeds this amoimt.

2311

I

JONES & LAUGHLIN STEEL COMPANY

• Trusses

Fonnulae for Stresses and Coeffidents

8
n = — =2 cot a
H

PRATT TRUSS— 4 Panels

Member

Stress

Length

AB,BD
AC
CE
BC

4-KVn«+4 XW

— Hn XW

— K« X\W
+ 1 XW

CD

— K V n« + 16 X W'

Va ^J S* + 16H*

PRATT TRUSS— 6 Panels

Member

Stress

Length

AB, BD

4- 5/4 V m

4-4 XT»^

yiSseca

DF

+ V »«+4

X W

yiSseca

AC

— 5/4n

XW

VtS

CE

— n

XW

VtS

EG

— Hn

XW

}iS

BC

4-1

XW

yiH

DE

4-3/2

XW

HH

CD

— K V n«

+ 16 X W^

Yt V S« + 16 ^«

EF

— K V n«

+ 32 X W^

Yt V 5« + 36 ^«

\

2SL

JONES & LAUGHLIN STEEL COMPANY

I

oQJev

g 9 CO

O

§

H 5

a

es
1

n

i

1

II

a

(O

odcoSoSoSSi-i

t^Ot^O'*»Hi-H^C^

M9

• ••••••••

SI**

SSS8S8SS3

«0»00'*COi-«»Hi-li-l

•^

88s;$8ss^r;

• ••••■•••
40'*"^C0C^»H»Hi-Hi-H

Sit-

S^S^EsSSSJ^

'^C0'*COC^»Hi-li-H»H

CO

SSK8S8SSS

"^COCOCOWi-iTHf-ii-i

s

Q

•5

es

1

en

n

1
+

B

a

(O

sssss

Tt< Tt< CO 1-H T-i

M9

"^ CO ci »H i-I

S ^

8S58S

• • • • •
COCOC^tHi-H

^

3.35
3.00
2.00
kOO
1.41

QQCOQ<M
O<Dt>.OC0

CO C^ 1-H 1-H i-H

SI*-

05»oS8co

Osi Csi 1-H rH ,-5

CO

• • ■ • ■

m

1

1

\

233

JONES & LAUGHLIN STEEL COMPANY

Trusses

Co n t inued

Formulae for Stresses and Len^s

s
i

n = — = 2 cot a

SIMPLE FINK TRUSS

Member

Stress

Length

XW

+ 1) XW

xw
xw

xw
xw

AB
BD

AC

CE

BC
CD

+ K V n« + 4

■i. f ^^ iti

K^seca
>^L seca

XLsec a tana

1 \f4 n^
V n« +4

— K«

— K«

n
1 .. .

V n«-f 4

SIMPLE FAN TRUSS

Member

Stress

Length

AB
BD

1

1 f^ fA ti A- ^\ \^ IV

K^sec a
}i Lseca

}i Lseca

^ Lsec*a

L (1 — K sec« a)

+ KL ^!^+8ec^
K^sec'a

V n« +4

1

1 . n/fi fill ..!■ fi^ V 'K'

DE

AC
CF

2 V n« + 4
1

+ (5/4 n*+l)XW

V n« + 4

— 5/4n XW

— Hn XW

a tan' a

BC.CD
CE

+ « V «* + 40 n« + 144 X W"
— Hn X W

235

JONES & LAUGHLIN STEEL COMPANY

Trusses

Con t Inued

Formulae for Stresses and Lengths

s

n = — =5 2 cot a
H

COMPOUND FINK TRUSS

Member

Stress

Length

AB
BD

DF

FH

AC
CE
EI

BC, FG

DE

CD, DG
EG
GH

+ 7/4 V «* + 4
I - (I /± til .1

XW

V^)XW

h3) XW

hi) X W'
XW

xw
xw

xw

xw

xw
xw

X w

HI'Seca
Hi^seca

HLdisca

HLseca

L (1 — K sec* fl)
HI* sec a tan a

yi Lseca tan a

1 U/* W"

V ««+4
1
1 ... (7 /A. til .1

V ««+4
1

1 (7 /A tit

1 \* l'* »

V «*+4

— 7 /An

— 3/2n

— n

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2SI

JONES & LAUGHLIN STEEL COMPANY

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JONES & LAUGHLIN STEEL COMPANY

Weights of Various Materials and Loads for
Storage Warehouses

Continued

Material Storad

y Goods, Cotton,
Wool, Etc.

Continued

1 Damask, in cases . .
1 Goods, in cases . . .
1 Towels, in cases. . .

, compressed

compressed

, in bales, com-

issed

, in bales, not com-

tssed

., Worsteds, in cases .

uilding Materials

jnt, Natural

3nt, Portland

: and Plaster

Hardware, Etc.

• Checks

es

s, in cases, packed. .
Fasteners

vs

t Tin, in boxes

Cables, on reels

, Insulated Copper,

coils

, Galvanized Iron, in
Is

, Magnet, on spools.

Weights

per

Cubic Foot

of fi^Moe.

Pounds

50
30
40
21
29

48

13
27

59
73
53

45
64
31
48
101
278

63

74
75

Height

offile,

Feet

5

8
6
8
8

8
8

6
6
5

4^
6

Weights

per

Square Foot

of Floor,

Pounds

250
240
240
168
232

104
216

354
438
265

556
425

315

333
450

Reoom-

mended

liye Loads,

Pounds per

Square Foot

200 to
250

300 to
400

300 to
400

ntinued on next page.

285

r

JONES & LAUGHLIN STEEL COMPANY

Trigonometrical Solution of Triangles

Given Sought

Formulae

RIGHT-ANGLED TRIANGLES

a, c

A.B.b

Area

a.b

A.B,c

Area

A, a

B,b,c

Area

A. b

B, a, c

Area

A, c

B,a,b

Area

am A = — .

cosB ss — ,
c

b= ^c« — 1

Area =^>\/c« — a«

tanB

b
= a'

tanA=f

c= ^a2-|-ba

. ab
Area =-^

B = 90» — A,

b = a cot A,

a

^= sinA

. a« cot A
Area = ^

B = 90o— A,

a = b tan A,

b
*^= cobA

... _ b* tan A
Area "~ " o

B = 9(y»— A.

a = c sin A,

b = c COS A

. (^mnAcosA c'ma2A
Area = = wr . — ~

OBLIQUE-ANGLED TRIANGLES

a. b,c

I

B

Area

-^A= v^^.cc.HA= V^'^^A= ^/:^p

ginHB= ' ^MM ^eoeHB^ \/5^,tanHB= \^^^

rinHC= \/I^^co8HC= \/l5^'*«»^C= \/ ^7(8-^^

Area = V s (e-a) (s-b) (s-c)

Continued cm next page

a\s^

JONES & LAUGHLIN STEEL C

OMPANY I

Trigonometrical Solution of Trian^es

Continued

(Hyoi

Sought

Formulae

OBLIQUE-ANGLED TRIANGLES

a,A.b

b, c

Area

a,b.A

B

e

Area

a,b,C

A

Area

b =

aainB
an A

— *°°C _ a sin (A H- B)

sin A

«n A

Area

= Hab8mC:

a> mn B sin C
28inA

sinB

b sin A

a

a mn C

8tn A "

b sin C ..,_.. _.

e

^3 - Va«4-b»-2abco8C

Area

= Hab8tnC

tan A

a sinC
" b— a cofl C

tanH(A-B)=|-=^ootHC

. air.-n

e

= Va»-f b«-2abcoiC = ^ j^

Area = }^ ab mn C

a« = b« -f c»— 2bc coe A, b« = a* + c*— 2 a c cos B c* = a« + b»— 2 ab ooa C

314

JONES & LAUGHLIN STEEL COMPANY

W 1 I II

for Sled Casttngs

22. Percussion Tests— (a) A percussion test shall be made ^
each of the foUowing castings: stem frames, stem posts, twin son
spectacle frames, propdlor shaft brackets, mdders, steering qua
rants, tillers, stems, anchors, and other castings when specified.

(b) For this test, the casting shall be suspended by chai
and hammered all over with a hammer of a weight approved 1
the purchaser or his representative. If cracks, flaws, defects,
weakness appear after such treatment, the casting will be rejectt

Vn. SPECIAL REQUIREMENTS FOR CASTINGS FOR
RAILWAY ROLLING STOCK

23. Castings for Railway Rolling Stock— (Hastings t
railway rolling stock, when so specified, shall conform to the requi:
ments for Class B castings. Sections 1 to 18, inclusive, except t^
check analyses made in accordance with Section 8 (b) shall conies
to the requirements as to phosphorus and sulphur tptd&td
SectkmG.

I

JONES & LAUGHLIN STEEL COMPANY

INDEX

PAGE

Conventional Signs for Riveting 245

Conversion Tables, Metric 299-305

Corrugated Sheets 269

Cosecants, Natural 320-321

Cosines, Natural 318-319

Cotangents, Natural 316-317

Cotter Pins 257

Cube Roots of Numbers 322-341

Cubes of Numbers 322-341

Decimals of a Foot, Comparison of Inches and Fractions 296-297

an Inch, Comparison with Fractions 298

Definitions of Expressions used in Structural Designing 95

Deflection and Bending Moments of Beams 141-146

Design of Roof 227-230

Details of I-Beam Bridges 244

Diagrams of Angles 26-35

Beams 11-18

Channels 19-25

Tees.. 36-42

Zees 43-45

Diamond Bar 81

Dimensions of Beams and Channels, Common... 10

Circular Plates 75

Clevis Nuts 267

Rivet and Bolt Holes 248

Sheet Piling 82

Sleeve Nuts 266

Tumbuckles 268

Earth, Slope of Repose and Weights 89

Expansion of Bodies by Heat 287

Water 287

Expressions Used in Structural Designing 95

Fire Box Steel, Standard Specifications for 360-364

Flat Rolled Steel, Sizes and Weights 57-70

Floors, Loads for 243

«\

JONES & LAUGHLIN ST/EEL COMPANY

L

INDEX

PAGE

Machine Bolts 261

Material, Suggestions for Oi-dering 8

Strength of 291-292

Materials, Specific Gravity of Various 288-290

Weights of Various ,..284-286

Measure, Comparison of Linear 315

Metals and Alloys, StrengUi, etc 291

Method of Increasing Sedional Areas 9

Metric Conversion Tables 299-305

Linear Units, Comparison with Standard 315

Minimimi Rivet Spacing 249-250

Moments of Inertia, Definition 95

Method of Finding, for Compound

Sections 99-101

of Rectangles 102-104

Values of 96-98

Natural Secants and Cosecants.. 320-321

Sines and Cosines 318-319

Tangents and Cotangents 316-317

Neutral Axis, Definition 95

Numbers, Functions of 322-341

Nuts, Pin and Pilot 256

Clevis 267

Standard 260

Sizes and Weights 262-263

Sleeve 266

Weight of Bolt Heads and 261

Offices, J & L 4

Ordering Material, Suggestions for 8

Piling, Sheet 82-89

Pilot Nuts 256

Pin Plates, Bearing Values for 259

Pins, Bending Moments 258

Bridge 256

Cotter 257

Lateral 257

Standard Shouldered 255

Stresses in 246

JONES & LAUGHLIN STEEL COMPANY

INDEX

PAGE

Rivet Holes, Spacing and Dimensions 248

Spacing, Minimum 249-250

Riveted Plates, Bars and Angles, Area Deducted for Hole 247

Riveting, Signs for 245

Rivets, Allowable Unit Stress 129

Length for Variant Grips 251

Shearing and Bearing Values 252-253

Stresses in 246

Weight of Round Head 254

Roof Coverings, Weights and Loads 228-229

Design 227-230

Trusses 231-240

Roofs, Safe Loads 243

Roimd Bars, Sizes 47-48

Weights, Areas and Circumferences 49-54

Safe Loads for Columns 182-205

Formulae for 177

Struts 210-217

Wooden Beams 275

Wooden Posts 281-283

Safe Strength of Struts 206

Screw Ends, Upset 264-265

Threads 260

Secants, Natural 320-321

Sectional Areas, Method of Increasing 9

Section Modulus, Definition 95

Method of Finding for Compound Sections 99-101

Sections, Compoimd 99-101

Properties of 95

Used as Beams 135-140

Separators, Cast for Beams 130-131

Sheared Plates 72-74

Shearing and Bearing Values of Rivets 252-253

Sheet Piling 82-89

Steel, U. S. Standard Gauge for 293

?iu^

^

f •"> ■< ' " " • • I > I

JONES & LAUGHLIN STEEL COMPANY

INDEX

PAGE

Stiffeners for Plate Girders 223-224

Strength of Materials 291-292

Stress, Unit for Comparison of 241-242

Rivets and Bolts 129

Stresses in Rivets and Pins 246

for Trusses 231-240

Various Materials 291-292

Wooden Beams 272-273

Posts 281

Structural Sections Used as Beams 135-140

Struts 176

Radii of Gyration of 207-209

Safe Loads 210-217

Safe Strength 206

Surface of Solids 310-311

Tangents, Natural 316-317

Tees, Allowable Uniform Loads 163-164

Diagrams, Sizes and Weights 36-42

Properties of 120-122

Terra Gotta Arches, Partitions, etc 225

Threads, Standard Screw 260

Tie Plates 181

Tie Rods 226

Triangles, Trigonometrical Solution 313-314

Trigonometrical Formulae 312

Solution of Triangles 313-314

Trusses 231-240

Tumbuckles, Standard 268

United States Standard Gauge for Sheet and Plate Iron and

Steel 293

Universal Mill Plates 71

Upset Screw Ends 264-265

Values of Moments of Inertia 96-98

Rivets 252-253 I

Volume of SoUds 310-311 1

Warehouses, Weights for 284-286 I

JONES A.LAUGHL^N STEEL COMPANY

INDEX

PAGE

Water, Expansion of 287

Weights of Angles 26-35

Bars 49-54

Beams 11-18

Bolts 261

Chain 91-94

Channels 19-25

Circular Plates 76-79

Clevis Nuts 267

Flat Rolled Steel 57-70

Nuts and Bolt Heads 261

Nuts 262-263

Pipe 270

Rivets 254

Roof Covering and Material 228-229 |

Sheet Piling 82 '

Sleeve Nuts 266 '

Tees 36-42

Various Materials 284-286

Zees 43-45

and Specific Gravity of Various Materials 288-290

Wire Gauges 294-295

Wooden Beams 271-280

Posts 281-283

Zees, Allowable Uniform Loads 165-166

Diagrams, Sizes and Weights 43-45

Properties of 123-124

Sft

AH

5

•t ^